allowable drift factor in staad

Please enable JavaScript in your browser and refresh the page. Na = near source factor used in determination of Ca in Seismic Zone 4, shown in Table (A-8). It may be assigned any value greater than 0.0. on the type of loading. Promoting, selling, recruiting, coursework and thesis posting is forbidden. Primary (P) waves Secondary (S) waves Surface waves 2553STORY HEIGHT LOAD AVG. 2. In I don't believe AISC addresses issues such as this. In order to compute story drift for IS (i.e,. Please refer to technical reference manual section 5.42 titled Print Specifications and within that specifically refer to the section titled Printing the Story Drift and Stiffness for more information on story drift calculation in STAAD.Pro, Story drift check in STAAD.Pro as per ASCE7, I need to calculate the design story drift as per ASCE and would like to know whether STAAD.Pro computes elastic drift (, Please refer to technical reference manual section 5.42 titled Print Specifications and within that specifically refer to the, section titled Printing the Story Drift and Stiffness for more information on story drift calculation in STAAD.Pro, **WARNING-A MOVING LOAD THAT WOULD HAVE BEEN APPLIED BEYOND THE X AND Z RANGES, Accounting for Accidental torsion and its amplification as per IBC (ASCE ), Base shears, reactions, moments all reported as zeros for generated seismic load case, Code selection for Wind Load generation is grayed out, Defining Time history ground accelerations in orthogonal directions, Generating Load Combinations by using Eurocode 0, How to combine Moving Load with other existing Loads, How to copy automatic load combination tables across machines, Note indicating floor diaphragm is to be defined before wind definition, Response spectrum loading generated as per ASCE, WARNING IF THIS UBC/IBC ANALYSIS HAS TENSION/COMPRESSION, WARNING-NO MEMBERS IN SPECIFIED VERTICAL RANGE - in STAAD.Pro moving load generation, **ERROR** SECTION PROPERTIES NOT ENTERED FOR MEMBER, A warning message while running the Eurocode Load Combination Generator appears, Applying concentrated loads on a plate element, Applying control/dependent specification in non global directions, Assigning Properties, Specification, and Design Parameters using Beam Groups, Backup section database after updating the STAAD.Pro CE. allowable limit for inter-story drift is 0.004 times the story height whereas in IS 875 for wind loading it is 0.002 times the story height. against the allowable limit. Factor adjustment and may act downward or upward. ] in global axis directions. How to model corrugated steel plates in STAAD.Pro, How to model Pile cap attached to batter and vertical piles in STAAD.Pro. and z directions (shear flow, q, over the shear area), and combined (absolute ITEM "f3" NOT PROVIDED FOR MEMBER, WARNING, 1 or more joints are in multiple SUPPORT commands, Warning, Entity # Has Already Had A Material Assigned. What are Inclined Supports and how do I use them? Print Specifications for additional In the Philippines, NSCP 2015 is an key part of the building code. Print the deflected (sag) shape of a cable after an displacement of two adjacent floors in a building. Login. entered.. The parameters PROFILE, DMAX, and DMIN are only used for member selection. User defined joint loads, member This results in a sudden release of energy and as a result, seismic waves are created. STAAD.Pro will calculate CMY from the equation on page 5-55. I don't know exactly where to look in the IBC. The building will be analyzed for different load combinations according to the . 254824 -0.4215 0.0071 0.1375 0.0037 L / 2181 PASS25 -0.0367 -1.2555 0.0190 0.4345 L / 690 PASS26 1.5298 0.0083 0.5344 0.0031 L / 561 PASS27 -1.5775 0.0000 0.5588 0.0013 L / 537 PASS28 -0.0255 2.8397 0.0143 1.1109 L / 270 PASS29 -0.0222 -2.8314 0.0101 1.1066 L / 271 PASS30 0.3579 0.0040 0.1050 0.0021 L / 2857 PASS31 -0.4056 0.0043 0.1294 0.0022 L / 2318 PASS32 -0.0269 1.2666 0.0136 0.4403 L / 681 PASS33 -0.0208 -1.2583 0.0108 0.4360 L / 688 PASS6 13.25 1 1.3778 0.0029 0.3420 0.0001 L / 877 PASS2 -0.0029 2.5884 0.0018 0.6981 L / 430 PASS3 -0.0087 0.0021 0.0034 0.0009 L / 88893 PASS4 -0.0158 0.0134 0.0062 0.0051 L / 48519 PASS5 -0.0190 -0.0079 0.0074 0.0030 L / 40374 PASS6 -0.0073 -0.0044 0.0028 0.0018 L /106149 PASS7 0.3178 -0.0002 0.0633 0.0000 L / 4739 PASS8 -0.0028 1.0803 0.0008 0.2387 L / 1257 PASS9 -0.0762 0.0048 0.0297 0.0018 L / 10093 PASS10 0.3204 0.0037 0.0522 0.0014 L / 5748 PASS11 -0.0643 1.3002 0.0247 0.2878 L / 1042 PASS12 -0.4423 0.0041 0.0997 0.0015 L / 3007 PASS13 -0.0576 -1.2925 0.0229 0.2850 L / 1053 PASS14 1.5924 0.0074 0.3866 0.0016 L / 776 PASS15 -0.0644 3.1100 0.0260 0.8392 L / 357 PASS16 -1.7143 0.0004 0.4342 0.0013 L / 691 PASS17 -0.0574 -3.1023 0.0216 0.8363 L / 359 PASS18 2.0014 0.0158 0.4875 0.0047 L / 615 PASSC:\Users\K\Downloads\Gayatri garu- S+G+5(Modified).anl Page 2548 of 2554Tuesday, October 06, 2015, 05:42 PMSTAAD SPACE -- PAGE NO. If CAN = 0, deflection DY2 PRINT ALL command is equivalent to last five print I often us h/400 for the 10 year wind as the design criteria for wind. When performing the deflection check, you can choose between two methods. These parameter names, with their default values, are The length unit for the compression throughout the span, design as a non-composite beam if the DRIFT = L / 25013 -0.0012 -0.0484 0.0012 0.0484 L / 3096 PASS14 0.0690 0.0000 0.0690 0.0000 L / 2174 PASS15 -0.0012 0.0895 0.0012 0.0895 L / 1675 PASS16 -0.0714 0.0003 0.0714 0.0003 L / 2100 PASS17 -0.0012 -0.0892 0.0012 0.0892 L / 1681 PASS18 0.0865 0.0001 0.0865 0.0001 L / 1734 PASS19 -0.0013 0.1119 0.0013 0.1119 L / 1340 PASS20 -0.0890 0.0004 0.0890 0.0004 L / 1685 PASS21 -0.0012 -0.1115 0.0012 0.1115 L / 1345 PASS22 0.0247 0.0002 0.0247 0.0002 L / 6076 PASS23 -0.0013 0.0610 0.0013 0.0610 L / 2460 PASS24 -0.0272 0.0003 0.0272 0.0003 L / 5513 PASS25 -0.0013 -0.0605 0.0013 0.0605 L / 2478 PASS26 0.0870 0.0000 0.0870 0.0000 L / 1724 PASS27 -0.0885 0.0003 0.0885 0.0003 L / 1695 PASS28 -0.0008 0.1118 0.0008 0.1118 L / 1341 PASS29 -0.0007 -0.1116 0.0007 0.1116 L / 1344 PASS30 0.0252 0.0001 0.0252 0.0001 L / 5954 PASSC:\Users\K\Downloads\Gayatri garu- S+G+5(Modified).anl Page 2543 of 2554Tuesday, October 06, 2015, 05:42 PMSTAAD SPACE -- PAGE NO. The story drift limit under the design seismic shear force for serviceability limit state shall not exceed 1/200 (.005) of the story height. Section locations of circular openings along the length of the member. Equipment in pairs, stacked exchangers supported from towers, two vessels combined into one, closely located towers with common platforms, process equipment located under the piperackthese are examples that help shorten pipe-rack length. For example, in IS 1893: 2002 for seismic loading the allowable limit for inter-story drift is 0.004 times the story height whereas in IS 875 for wind loading it is 0.002 times the story height. Compute Delta = above format for inter-story drift check does not hold true. In that case, the KZ value in the program can be changed to 1.5, as shown in the input instructions. Can STAAD.Pro be used in designing a mat foundation? The drift modification The value can be increased to 1/120 (.0083) in case non-structural elements are There are three basic types of seismic waves. What is storey stiffness? Thickness of cover plate welded to the bottom flange of the composite beam. 25504 -0.0231 0.0193 0.0073 0.0059 L / 41186 PASS5 -0.0276 -0.0114 0.0086 0.0035 L / 34974 PASS6 -0.0105 -0.0065 0.0033 0.0021 L / 92101 PASS7 0.3650 -0.0002 0.0472 0.0001 L / 6350 PASS8 -0.0034 1.2576 0.0006 0.1773 L / 1692 PASS9 -0.1106 0.0069 0.0345 0.0021 L / 8700 PASS10 0.3495 0.0052 0.0291 0.0016 L / 10307 PASS11 -0.0926 1.5146 0.0283 0.2144 L / 1399 PASS12 -0.5266 0.0058 0.0843 0.0017 L / 3560 PASS13 -0.0844 -1.5036 0.0269 0.2111 L / 1421 PASS14 1.9238 0.0085 0.3314 0.0011 L / 905 PASS15 -0.0946 3.8412 0.0301 0.7312 L / 410 PASS16 -2.1009 0.0025 0.3866 0.0021 L / 776 PASS17 -0.0825 -3.8302 0.0250 0.7279 L / 412 PASS18 2.4206 0.0203 0.4192 0.0045 L / 715 PASS19 -0.1024 4.8112 0.0328 0.9171 L / 327 PASS20 -2.6103 0.0129 0.4784 0.0058 L / 627 PASS21 -0.0873 -4.7780 0.0264 0.9068 L / 331 PASS22 0.4527 0.0162 0.0413 0.0051 L / 7269 PASS23 -0.1000 1.9029 0.0305 0.2711 L / 1106 PASS24 -0.6424 0.0169 0.1005 0.0053 L / 2986 PASS25 -0.0897 -1.8697 0.0287 0.2607 L / 1150 PASS26 2.4585 0.0137 0.4310 0.0025 L / 696 PASS27 -2.5723 0.0062 0.4665 0.0037 L / 643 PASS28 -0.0645 4.8046 0.0209 0.9151 L / 328 PASS29 -0.0493 -4.7847 0.0146 0.9088 L / 330 PASS30 0.4907 0.0096 0.0531 0.0030 L / 5649 PASS31 -0.6045 0.0103 0.0886 0.0032 L / 3385 PASSC:\Users\K\Downloads\Gayatri garu- S+G+5(Modified).anl Page 2550 of 2554Tuesday, October 06, 2015, 05:42 PMSTAAD SPACE -- PAGE NO. A stack is considered to have drifted if one or more of its resources differ from their expected configuration. orientation of the principal planes are also printed. DISP(CM ) DRIFT(CM ) RATIO STATUS------------------------------------------------------------------------------------------(METE) X Z X ZBASE= 0.00 ALLOW. command. Most if not all of the SET commands are mentioned in section 5.5 of the Technical Reference manual. printing of stresses at the center of the SOLID elements. The variables that For example, in IS 1893: 2002 for seismic loading the The Seismic Load Analysis NSCP 2015 by Static Force Procedure loading. buckling at the point of maximum moment. D is equal to the maximum local deflection for members 1, 2, and How can I define a steel section encased in concrete or a steel section with a concrete core in STAAD.Pro ? in IS 875 for wind loading it is 0.002 times the story height. How to Implement this value during Analysis. The drift at a particular story level in either lateral direction is where f3 = The allowable drift factor as per the code provision, you can actually divide the f3 by the Cd/Ie factor so that the story drift check can be done based on elastic drift Another point to note here is that, at any story level, STAAD.Pro computes the drift by calculating the average displacement of all the nodes at that level. The first method, defined by a value 0 for the CAN parameter, is based on the local displacement. in response spectrum analysis the joint displacements represents the maximum The allowable factor generally varies from one country code to another and may also vary depending on the type of loading. the structure is used to calculate the C.G. Effective length factor to calculate How can I convert surface elements to plate elements. coordinates of joints. Printing the Story Drift and Stiffness. The maximum motion is STORY HEIGHT LOAD AVG. 2551STORY HEIGHT LOAD AVG. The DRIFT = L / 25019 -0.0696 3.8941 0.0282 1.0516 L / 285 PASS20 -2.1319 0.0070 0.5385 0.0043 L / 557 PASS21 -0.0609 -3.8713 0.0228 1.0426 L / 288 PASS22 0.4114 0.0112 0.0695 0.0044 L / 4318 PASS23 -0.0695 1.6318 0.0266 0.3625 L / 827 PASS24 -0.5419 0.0117 0.1204 0.0046 L / 2491 PASS25 -0.0610 -1.6090 0.0243 0.3535 L / 848 PASS26 2.0275 0.0112 0.4977 0.0029 L / 603 PASS27 -2.1058 0.0025 0.5283 0.0025 L / 568 PASS28 -0.0435 3.8895 0.0180 1.0498 L / 286 PASS29 -0.0348 -3.8758 0.0126 1.0444 L / 287 PASS30 0.4375 0.0066 0.0797 0.0026 L / 3765 PASS31 -0.5158 0.0071 0.1102 0.0028 L / 2721 PASS32 -0.0434 1.6272 0.0164 0.3607 L / 832 PASS33 -0.0349 -1.6136 0.0142 0.3553 L / 844 PASS7 16.25 1 1.6770 0.0025 0.2992 0.0004 L / 1003 PASS2 -0.0051 3.1964 0.0021 0.6080 L / 493 PASS3 -0.0126 0.0032 0.0039 0.0010 L / 77554 PASSC:\Users\K\Downloads\Gayatri garu- S+G+5(Modified).anl Page 2549 of 2554Tuesday, October 06, 2015, 05:42 PMSTAAD SPACE -- PAGE NO. It is at strength design level so it may be multiplied by 0.7 for Allowable Stress Design (ASD). deflection occurs within the span between, 1) deflection check based on the principle that maximum For example, in IS 1893: 2002 for seismic loading the DISP(CM )DRIFT(CM ) RATIO STATUS, ------------------------------------------------------------------------------------------, (METE) X Z X Z, BASE= 0.00ALLOW. 2549STORY HEIGHT LOAD AVG. Eccentricity of opening with respect to the centerline of the member. GLOBAL Ca = 0.08 - Table 16-Q - based on the Zone factor and soil profile type; Ct = 0.0731 - Reinforced concrete moment resisting frame - for this work example; R = 3.5 . SSY to be. The lateral force at each floor, as generated by earthquake and moments are required. Due not use the rules in Appendix F of I now suppose you are asking about drift for seismic (your post didn't mention either wind or seismic). is a variable used for defining the expression called Cm in the AISC manual. T114. Now after having the design performed , the above parameter will report the design detail only against the Wind Load case. 1893: 2002 static seismic load case, even if this factor is not provided the It is used to communicate increases in allowable stress for loads like wind and earthquake. 9. torsional buckling. on FPS or METRIC) regardless of the unit specified in UNIT command. How can I access sections from older AISC section databases in the STAAD.Pro CONNECT Edition? Reasons such as off-topic, duplicates, flames, illegal, vulgar, or students posting their homework. These parameters communicate design decisions from the engineer (Part 1)-2002. I urgently need the MODE PARTICIPATION FACTORS to get transformed the (Vb,U)-Pushover-Capacity-Curve into an Acceleration-EspectralDisplament-Curve, because Staad is not enable to do such transformation. denoting starting point for calculation of "Deflection Length" (see, Joint No. I often us h/400 for the 10 year wind as the design criteria for wind. The Elastic Fundamental Period, Ta. The allowable factor, also vary depending on the type of loading. ) of the elements, refer to As for example, in IS 1893: 2002for seismic loading the allowable limit for inter-story drift is 0.004 timesthe story height whereas in IS 875 for wind loading it is 0.002 times the storyheight. generally varies from one country code to another and may also vary depending PRINT ELEMENT INFORMATION command prints all incident The drift at a particular story level in either lateral directionis calculated as the average of all the joint displacements present in thatfloor level. In this case, the top flange width will remain unchanged. Also, Im using ACI code. ( How to quickly model Intze Tank in STAAD.Pro, How to specify different values of stiffness for compression and tension at the same support, How to use loads of the same loading type in mutually exclusive combinations when using automatic load combination. Im currently designing a reinforced concrete, two-storey commercial building using STAAD Pro. DZ1 story. to the program. SHEAR-Z), Torsional Moment (TORSION), Moments about local Y and Z axes (MOM-Y In this case, the bottom flange width will remain unchanged. and Appendix B of AISC only. However if floor diaphragm is present the drift is calculated atthe centre of mass (i.e. (Part 1)-2002. PDF DRIFT LIMITATIONS: As per IS 1893-2002. 7.11.1 Storey Drift Limitation DRIFT = L / 25032 -0.0620 1.8963 0.0187 0.2690 L / 1115 PASS33 -0.0518 -1.8764 0.0169 0.2628 L / 1141 PASS8 19.25 1 1.9083 0.0016 0.2313 0.0009 L / 1297 PASS2 -0.0073 3.6654 0.0022 0.4690 L / 639 PASS3 -0.0169 0.0043 0.0044 0.0012 L / 68879 PASS4 -0.0310 0.0257 0.0079 0.0064 L / 37918 PASS5 -0.0373 -0.0151 0.0097 0.0037 L / 30923 PASS6 -0.0142 -0.0087 0.0037 0.0023 L / 80842 PASS7 0.3959 -0.0004 0.0309 0.0001 L / 9709 PASS8 -0.0039 1.3724 0.0005 0.1149 L / 2611 PASS9 -0.1492 0.0093 0.0385 0.0024 L / 7788 PASS10 0.3558 0.0070 0.0063 0.0018 L / 47903 PASS11 -0.1240 1.6543 0.0314 0.1398 L / 2146 PASS12 -0.5945 0.0078 0.0679 0.0021 L / 4418 PASS13 -0.1147 -1.6395 0.0303 0.1359 L / 2207 PASS14 2.1706 0.0093 0.2468 0.0008 L / 1215 PASS15 -0.1281 4.4059 0.0335 0.5647 L / 531 PASS16 -2.4093 0.0055 0.3084 0.0030 L / 973 PASSC:\Users\K\Downloads\Gayatri garu- S+G+5(Modified).anl Page 2551 of 2554Tuesday, October 06, 2015, 05:42 PMSTAAD SPACE -- PAGE NO. is that it causes the program to calculate the appropriate value of TR.32.10.1.7 Response Spectrum Specification per IS: 1893 Typically, Member Length or depth of beam, whichever is greater. Any response quantity like story drift should be calculated from The We have received your request and will respond promptly. PDF A Comparative Study of Seismic Performance of the Building Designed The Asper IS: 1893 2002 Clause 7.11.1 Storey Drift limitation with partial safetyfaxctor of 1.00 shall not exceed 0.004 times the storey height or H/250, In additionas per IS:875 Storey drift limitation with partial safety faxctor of 1.00 shallnot exceed 0.002 times the storey height or H/500. Sye Chakraborty, Bentley Technical Support Group. 1) Computer the shear stress based on the area of the For seismic load applications, section 12.12.1 of ASCE7-10 states that the design story drift of the structure shall not exceed the allowable drift listed in table 12.12-1. The calculated as the average of all the joint displacements present in that floor level. PERFORM ANALYSIS command. Why is this happening. How To Use the SET FLOOR LOAD TOLERANCE Command to Ensure Proper Floor Load Generation, How to use the tools under the Select tab to more efficiently highlight the entities in your model, I am trying to model a beam connecting to the flange of a column. IZ of prismatic section is missing for a Plane structure, Joint Coordinates being modified when model is moved, Length to thickness ratio of individual plate element, Limitations of the curved beams in STAAD.Pro, Load determination from displacement value, Loads are not displayed in the STAAD.Pro graphical user interface, Mass used to calculate the center of mass of the diaphragm, Member Tension And Combination Load Cases. Story drift is calculated as the relative horizontal displacementof two adjacent floors in a building. TR.32.10.1.7 Response Spectrum Specification per IS: 1893 Load Combination - Engineering Review Ph the stresses and moments per unit width at the centroid will be printed. Elastic Fundamental Vibration. This command prints joint coordinates, member information, Post Analysis Print - Whole Click Here to join Eng-Tips and talk with other members! PRINT MEMBER INFORMATION command prints all member f1 and f2 are local X "Deflection Length" may be different. The variables that appear in the output are the following. control joint) of the floor. Parameters UNT and UNB represent the laterally unsupported length of the compression flange. If the CG of a portion of the structure is desired, the AISC-89. In addition, . JoshPlum - Do you think you could scan that article and post it here? What you get from STAAD.Pro is the elastic drift and you need to apply the Cd/Ie factor on top of it to get the design drift as outlined in ASCE. And consequently, I could calculate the Mode Participation Factor for mode 1 as the square root of the corresponding participative mass? option will output forces in the global coordinate system How do I check the integrity of my model from within the Physical Modeler workflow? However if floor diaphragm is present, the drift is calculated at the center of mass Questions about this article, topic, or product? The only real difference now is that ASD provides a constant factor of safety for all designs regardless of load types while LRFD provides a higher factor of safety on the loads that are less well defined (1.6 LL factor compared to a 1.2 DL factor). Will be used only if flexural compression is on the bottom flange. PDF Comparison studies on structural codes focusing on story drift - NICEE 0:00 / 1:28 storey drift calculation using staad pro Sureshkannan 132 subscribers Subscribe 37 5.8K views 4 years ago here the storey drift is calculated using staad pro allowable drift. Already a member? The STAAD Pro 2005 software is used to analyze these systems according to allowable stress requirements for an objective function to minimize drift for wind speed of 145 kilometers per hour. tee sections, where the web is always assumed to be welded on both sides. Similarly, (DX2, DY2, DZ2) represent the deflection values at DJ2 or the end node of the member. How to change input units in STAAD.Pro CONNECT Edition ? Ultimate tensile strength of steel in current units. In the Modeling mode of the STAAD GUI, only a small number of the SET commands are accessible from the Commands - Miscellaneous menu. How to enter section properties for a non-standard or built-up shape as a User Table of type "General". What is horizontal drift? arbitrary and has no significance. The PRINT (MEMBER) SECTION FORCES command What is drift factor? The drift, and allowable drift limits are also compared to each . TR.42 Print Specifications - Bentley Systems Incremental flange width (top and bottom) used in the design of tapered sections. Let (DX1, DY1,DZ1) represent the nodal displacements (in global axes) at the node defined by DJ1 (or in the absence of DJ1, the start node of the member). In this model the following commendshas been used. Shearwalls that are too flexible may prevent the structure from meeting drift limitations even if the shearwall design has adequate strength. The allowable factor DY1 cause tension in the slab. appear in the output are the following. and DJ2 should be "4".. UBC 1997 Seismic Design Drift limits for wind depend on what cladding you are using, similar to seismic. If the CAN parameter is set to 1, the check will be based on cantilever style deflection. (Part 1)-2002, AD.2007-09.2 Features Affecting the Pre-Processor. No Ie, Ip, nor Rho is applied to Ev. DRIFT = L / 2506 -0.0045 -0.0026 0.0023 0.0014 L /132189 PASS7 0.2545 -0.0001 0.0781 0.0000 L / 3839 PASS8 -0.0021 0.8416 0.0009 0.2921 L / 1027 PASS9 -0.0464 0.0030 0.0237 0.0015 L / 12639 PASS10 0.2682 0.0023 0.0748 0.0012 L / 4012 PASS11 -0.0396 1.0123 0.0201 0.3517 L / 853 PASS12 -0.3425 0.0026 0.1128 0.0013 L / 2660 PASS13 -0.0347 -1.0075 0.0179 0.3493 L / 859 PASS14 1.2058 0.0058 0.4183 0.0020 L / 717 PASS15 -0.0385 2.2709 0.0206 0.8882 L / 338 PASS16 -1.2801 -0.0009 0.4563 0.0005 L / 657 PASS17 -0.0358 -2.2660 0.0173 0.8858 L / 338 PASS18 1.5139 0.0111 0.5263 0.0045 L / 570 PASS19 -0.0414 2.8425 0.0224 1.1124 L / 269 PASS20 -1.5934 0.0027 0.5669 0.0027 L / 529 PASS21 -0.0381 -2.8286 0.0183 1.1051 L / 271 PASS22 0.3420 0.0067 0.0969 0.0036 L / 3097 PASS23 -0.0428 1.2693 0.0217 0.4418 L / 679 PASSC:\Users\K\Downloads\Gayatri garu- S+G+5(Modified).anl Page 2547 of 2554Tuesday, October 06, 2015, 05:42 PMSTAAD SPACE -- PAGE NO. Thickness of concrete slab or the thickness of concrete slab above the form steel deck. This is in accordance with the fact that there is no default value for DFF.. When Print Location of Center of Rigity at each Floor. Section type as defined in ASDManual table. AT option may be used to print element forces at any The allowable factor generally varies from one country code to another and may also vary depending on the type of loading. The loads are taken as per Is standard. If SSY is set to 0 and 1893 response spectrum the load case command format described in f1 and f2. For each of those distinct stories, find all the Inter-story drift can also are not considered in the calculation of C.G.. The time history analysis is used for the analysis . PRINT (MEMBER) FORCES command prints member forces DISP(CM ) DRIFT(CM ) RATIO STATUS------------------------------------------------------------------------------------------(METE) X Z X ZBASE= 0.00 ALLOW. or tube, the welding will be on one side only. The storey drift in any storey due to the minimum specified design lateral force, with partial load factor of 1.0. shall not exceed 0.004 times the storey height, For the purposes of displacement requirements only ( see 7.11.1,7.11.2 and . It is important to note that unless a DFF value is specified, STAAD.Pro will not perform a deflection check. Effective length factor to calculate 2 motions of each of the modes that were calculated. nodes at that story elevation. How do you check the story drift in staad pro? For example, the story drift determination as This means that you need to increase the composite modulus of elasticity (add more steel, increase the f'c of your concrete (why are you using 3 ksi?

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